Amendment_01.pdf

W807PM53362343

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

Reference Solicitation W912EE-16-B-0002 for FC/MR&T, West Bank Mississippi River Levees, West Bank Seepage Control, Madison Parish, Louisiana, Willow Point - Youngs Point, Item 457-R. This solicitation is amended as follow s:

See continuation page for changes.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 2

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY 10-Feb-2016

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X W912EE-16-B-0002

X 9B. DATED (SEE ITEM 11)

15-Jan-2016

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer X is extended, is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN

REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

09-Feb-2016

CODE

VICKSBURG CONTRACTING OFFICE

4155 CLAY ST

VICKSBURG MS 39183-3435

W912EE 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912EE-16-B-0002

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SECTION SF 30 - BLOCK 14 CONTINUATION PAGE

The following have been added by full text:

A new bid opening date of 23 February 2016, at 1400 CST, is hereby established.

SPECIFICATIONS: Section 33 26 00.00 09 and Section 33 42 29.00 09 are revised and replaced.

DRAWINGS: Drawing S-101 is revised and replaced.

Specifications revised by this amendment have the notation "Revised by Amendment 0001" at the bottom of the page. Text added by this amendment is shown as underlined. Text deleted by this amendment is shown as overstruck.

Drawings revised by this amendment have the notation “Revised by Amendment 0001” in the title block.

All other terms and conditions remain unchanged.

(End of Summary of Changes)

SECTION TABLE OF CONTENTS

DIVISION 33 - UTILITIES

SECTION 33 26 00.00 09

RELIEF WELLS

PART 1 GENERAL

1.1 CONSTRUCTION LIMITATIONS DUE TO RIVER STAGES

1.2 REGULATORY REQUIREMENTS

1.3 REFERENCES

1.4 SUBMITTALS

1.5 PROJECT/SITE CONDITIONS

1.5.1 Shop Drawings

1.5.2 Location

1.5.3 Depth of Well

1.5.4 Obstructions Encountered

PART 2 PRODUCTS

2.1 WELL SCREEN

2.1.1 Stainless Steel Well Screen

2.1.1.1 Couplings

2.1.1.2 Perforations

2.2 RISER PIPE

2.3 FILTER PACK

2.4 OUTLET FOR RELIEF WELL

2.4.1 Check Valve

2.4.2 Well Guard

2.5 CEMENT GROUT

2.6 BENTONITE SEAL

2.7 SILT SCREEN PROTECTION

PART 3 EXECUTION

3.1 INSTALLATION

3.1.1 Reverse Circulation Method

3.1.2 Vibratory Method

3.1.3 Temporary Casing

3.2 INSTALLATION OF RISER PIPE AND WELL SCREEN

3.2.1 Assembly

3.2.2 Joints

3.2.3 Installation

3.2.4 Check for Plumbness and Alignment

3.2.4.1 Alignment

3.3 FILTER PACK PLACEMENT

3.4 DEVELOPMENT

3.4.1 General

3.4.1.1 Jetting

3.4.1.2 Surging

3.5 BACKFILLING

3.6 PLUGGING OF ABANDONED WELLS

SECTION 33 26 00.00 09 Page 1 Revised By Amendment 0001

3.7 TESTS

3.7.1 Pump Test

3.7.2 Sand Test

3.7.3 Filter Pack Sampling and Testing

3.7.4 Reports

3.8 SILT SCREEN WELL PROTECTION

3.9 GUARD POSTS

3.10 CONCRETE PROTECTIVE PAD

-- End of Section Table of Contents --

SECTION 33 26 00.00 09 Page 2

SECTION 33 26 00.00 09

RELIEF WELLS

PART 1 GENERAL

1.1 CONSTRUCTION LIMITATIONS DUE TO RIVER STAGES

The Construction Limitation is not a warranty of suitable ground water conditions for well drilling. The Construction Limitation is strictly for the protection of the levee so there are no open bore holes during periods of high river stages that might induce a levee failure.

The Contractor shall complete any well(s) already under construction prior to a rise in the Mississippi River that would reflect a gage reading of

42.3 on the Natchez, Mississippi gage, which correlates to a reading of

35.0 feet on the Vicksburg, Mississippi gage. Construction of additional wells will not be allowed until approved by the Contracting Officer.

1.2 REGULATORY REQUIREMENTS

The regulatory requirements listed below form a part of this specification to the extent referenced. The regulatory requirements are referred to in the text by basic designation only.

LOUISIANA DEPARTMENT OF TRANSPORTATION AND DEVELOPMENT (LA DOTD)

LOUISIANA DEPARTMENT OF ENVIRONMENTAL QUALITY (LDEQ)

LA DOTD, Water Resource Section P.O. Box 94245 Baton Rouge, Louisiana 70804

The Contractor or subcontractor installing the well system shall be licensed by the State of Louisiana and shall comply with Louisiana Water Well Rules, Regulations, and Standards (Nov. 1985) and Construction of Geotechnical Boreholes and Groundwater Monitoring Systems Handbook (Dec.

2000), except that only the top 10 feet of the riser pipe is required to be sealed by grout.

1.3 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only.

ASTM INTERNATIONAL (ASTM)

ASTM A1011/A1011M (2010) Standard Specification for Steel, Sheet, and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability and Ultra-High Strength

ASTM A312/A312M (2011) Standard Specification for Seamless, Welded, and Heavily Cold Worked Austenitic Stainless Steel Pipes

SECTION 33 26 00.00 09 Page 3

ASTM C136 (2006) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C150/C150M (2011) Standard Specification for Portland Cement

ASTM C33/C33M (2011) Standard Specification for Concrete Aggregates

ASTM D1056 (2007) Standard Specification for Flexible Cellular Materials - Sponge or Expanded Rubber

ASTM D297 (1993; R 2006) Rubber Products - Chemical Analysis

ASTM D412 (2006ae2) Standard Test Methods for Vulcanized Rubber and Thermoplastic Elastomers - Tension

ASTM E11 (2015) Wire Cloth and Sieves for Testing Purposes

1.4 SUBMITTALS

Government approval is required for all submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. The following shall be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Shop Drawings; G,ECG

The Contractor shall submit shop drawings for approval.

SD-03 Product Data

Well Screen; G,ECG

All manufacturer's data and description of well screen shall be approved before installation.

Filter Pack; G,ECG

The filter pack material and its gradation shall be approved before it is placed.

Cement Grout Mixture Proportion; G,ECG

The cement grout mixture proportion to be used in backfilling the top 10 feet of the annular space above the filter pack of each well and plugging shall be submitted for approval.

Centralizers; G,ECG

The Contractor shall submit a description of the centralizers for

SECTION 33 26 00.00 09 Page 4 review and approval. Centralizers shall be approved before installation.

SD-06 Test Reports

Tests

The Contractor shall submit sampling and testing reports for well screen and riser pipe, backfill material, and pump tests. The Contractor shall register each well with the State of Louisiana in accordance with state requirements.

1.5 PROJECT/SITE CONDITIONS

1.5.1 Shop Drawings

The shop drawings shall present details of the Contractor's methods for drilling, coupling well screen and riser sections together, placement of centralizers, installing the well screen and riser, and limits of backfilling. The shop drawings shall show the type of screen and size;

slot size, shape and pattern; bottom plug and tailpipe material; and installation detail. The riser pipe, check valves and well discharge details shall also be shown on the shop drawings. Any contractor-proposed substitutes or alternates in material construction details or methods must be presented in the shop drawings. No phase of the work shall be initiated until all shop drawings concerning that activity have been approved.

1.5.2 Location

The exact location of each relief well shall be staked by the Contractor.

The total number of wells and spacing may be modified by the Contracting Officer as the work proceeds.

1.5.3 Depth of Well

The length of the well, length of riser pipe, length of drain pipe, and the well discharge elevation shall be as indicated on the drawings.

1.5.4 Obstructions Encountered

If obstructions are encountered in the foundation which, in the opinion of the Contracting Officer, render it impracticable to complete the well to the directed depth, the Contracting Officer may adjust the depth.

Alternatively, the Contracting Officer may direct the Contractor to abandon the well, plug the hole by backfilling with approved material by an approved procedure, and construct another well at an adjacent site.

PART 2 PRODUCTS

2.1 WELL SCREEN

Well screen shall be of the type and dimensions indicated. Screen openings shall be uniform in size and pattern, and shall be spaced approximately equally around the circumference of the pipe.

2.1.1 Stainless Steel Well Screen

The well screen and fittings shall be fabricated entirely from stainless steel conforming to ASTM A312/A312M, Type 304, 304-L. The well screen

SECTION 33 26 00.00 09 Page 5 shall be of stainless steel with a rod-based keystone vee wire-wrapped continuous slot strainer equivalent to that manufactured by Johnson Screens, St. Paul, MN 55164, telephone (612) 636-3900. The well screen, pipe, and fittings shall have a minimum collapse strength of 90 psi. The screen, pipe, and fittings shall have a clear inside diameter of 7-7/8 inches.

2.1.1.1 Couplings

Couplings for the stainless steel well screen shall consist of the same material as the well screen and shall be threaded, flanged, and/or fitted with a beveled welding ring. The couplings shall conform in design to the couplings recommended by the manufacturer of the well screen.

2.1.1.2 Perforations

The 8 inch diameter well screen shall have a number 20 slot, 0.020 inch open slot. There shall be a total opening of not less than 60 square inches per foot of 8 inch diameter well screen.

2.2 RISER PIPE

The relief well riser pipe material shall conform to the requirements specified in paragraph WELL SCREEN, except that the pipe shall be Schedule 10 stainless steel and screen perforations or opening shall be omitted.

The relief well riser pipe diameter and discharge details shall be as shown. Couplings to the well screen and between riser pipe sections shall be as specified in paragraph COUPLINGS. If the riser pipe is attached to the well screen by welding, the riser pipe shall be beveled to match the angle of the welding ring of the screen section.

2.3 FILTER PACK

Material for the filter pack around the riser pipes and screens shall be a dry processed sand composed of hard, tough, and durable particles free from adherent coating. The filter pack shall not be crushed stone. The filter pack material shall contain no detrimental quantities of organic matter nor soft, friable, thin, or elongated particles in accordance with the quality requirements in ASTM C33/C33M, Table 1 and Table 3, Class 5S, and in ASTM E11, Table 1. The individual grading curves within the limits shown shall not exhibit abrupt changes in slope denoting skip grading or scalping of certain sizes. The filter pack shall meet the following gradation requirements:

U.S. STANDARD PERCENT BY WEIGHT

SIEVE NO. PASSING

No. 4 100 No. 8 94-100 No. 16 32-88 No. 20 5-35 No. 30 0-18 No. 40 0-3 No. 50 0-1

SECTION 33 26 00.00 09 Page 6

2.4 OUTLET FOR RELIEF WELL

2.4.1 Check Valve

Fabricate check valves of aluminum plate, threaded fasteners and rods as detailed on the drawings. Fabricate sealing disc of 3/8 inch silicone sponge rubber free of porous areas, foreign materials, and visible defects.

Silicone sponge rubber shall meet the following specifications:

TEST VALUE ASTM

PHYSICAL TEST SOFT TEST METHOD

Compression Deflection 2 to 7 psi ASTM D1056 (compressed 25 percent at room temperature)

Tensile Strength 50 psi(min) ASTM D412

Elongation at break 75 percent ASTM D412 (min)

Compression Set 15 percent ASTM D297 (Compressed 50 percent (max) for 22 hours at 212 F

Density 0.012 ASTM D297 pci(min) Hydrostatic Method

Workmanship and metalwork fabrication of check valves shall be in accordance with the details shown. Install check valves accurately vertically and adjust to the required elevation.

2.4.2 Well Guard

Fabricate well guards of steel pipe, angle, plate, bar, regular expanded metal conforming to ASTM A1011/A1011M, and flat washers as detailed on the drawings. Area of well guard that is above the concrete pad shall be painted with a primer and top coat of bright yellow paint. Workmanship and metalwork fabrication of the well guards shall be in accordance with the details shown. Install well guards vertical and to the elevation as shown on the drawings.

2.5 CEMENT GROUT

Cement-bentonite grout shall be a mixture of a maximum of 7 gallons of approved water per 94 pound bag of Portland cement conforming to ASTM C150/C150M, Type I, and 4.85 pounds of bentonite powder (5 percent by weight of cement) shall be added to reduce shrinkage and to hold the cement in suspension prior to the grout set.

2.6 BENTONITE SEAL

The two (2) foot thick bentonite seal, intended to keep grout from entering the filter pack, shall consist of hydrated granular chips, or pelletized, sodium montmorillonite furnished in sacks or buckets from a commercial source and shall be free of impurities which adversely impact the water quality. Powdered bentonite shall not be used.

SECTION 33 26 00.00 09 Page 7

2.7 SILT SCREEN PROTECTION

Silt screen for well protection shall be in accordance with Section

01 57 23.01 09 STORM WATER POLLUTION PREVENTION PLAN.

PART 3 EXECUTION

3.1 INSTALLATION

Wells shall be installed by the reverse rotary circulation method or the vibratory method as approved by the Contracting Officer which will ensure proper placement of the well screen, riser pipe, and filter pack without radical displacement of the formation or reducing the yield of the well.

Direct rotary circulation drilling is not allowed. Excavated material shall be disposed of in accordance with Section 31 23 00.00 09 EXCAVATION, paragraph DEPOSITION OF MATERIALS, subparagraph UNSUITABLE MATERIALS.

3.1.1 Reverse Circulation Method

If the reverse circulation method is used for drilling wells, all of the drilling fluid shall be removed from the filter pack and the natural pervious formation. Portable mud pits shall be used. If in the opinion of the Contracting Officer the walls of the hole above the top of the filter pack require support during development operations, a temporary casing similar to that specified in paragraph TEMPORARY CASING shall be placed so as to extend from the ground surface to at least 3 feet below the top of the filter pack. The diameter of the hole shall be such as will permit the placement of the minimum thickness of filter pack as specified in paragraph FILTER PACK PLACEMENT. The drilling fluid shall be a suspension of fine grained soil or shall be a commercial product of a recognized manufacturer, shall be approved by the Contracting Officer, and shall have the characteristic of being readily removable from the filter pack and the walls of the formation by development as specified in paragraph DEVELOPMENT. The use of bentonite as a drilling fluid shall not be permitted.

3.1.2 Vibratory Method

If the vibratory method is used, for installing wells, the following basic procedure must be utilized. A vibratory hammer will drive an outer casing to the desired depth of the well. The diameter of the casing shall be such as will permit the placement of the minimum thickness of the filter pack as specified in paragraph FILTER PACK PLACEMENT. The removal of material from inside the casing shall accomplished by jetting with potable water. Water obtained from previously installed wells may be utilized. After jetting, the screen and filter shall be installed before extraction of the casing by vibrating while pulling. Details of the vibratory method of well installation must be submitted to the Government for approval a minimum of 30 days prior to well installation.

3.1.3 Temporary Casing

The Contractor shall furnish a temporary well casing of either iron or steel of adequate length at the construction site. When the walls of the boring require support, a temporary casing will be required to extend to a depth of 3 feet below the top of the filter pack. The temporary casing, shall have an outside diameter of not less than 24 inches, shall have sufficient thickness to retain its shape and maintain a true section

SECTION 33 26 00.00 09 Page 8 throughout its depth, and may be in sections of any convenient length. The temporary casing shall be such as to permit its removal without disturbing the filter pack, riser, or well screen. The setting of temporary casing shall be such that no cavity will be created outside of it at any point along its length. In the event the temporary casing becomes unduly distorted or bent, it shall be discarded and a new casing shall be furnished and used during installation of any additional relief wells at no additional cost to the Government.

3.2 INSTALLATION OF RISER PIPE AND WELL SCREEN

3.2.1 Assembly

All riser pipe and well screen shall be in good condition before installation and all couplings and other accessory parts shall be securely fastened in place. The successive lengths of pipe shall be arranged to provide accurate placement of the screen sections in the bore hole. The maximum length of screen and riser pipe to be lifted shall not exceed 40 feet. Centralizers shall be attached to the assembled riser pipe and screen in such numbers and of a type that they will satisfactorily center the riser pipe and screen in the well and will hold it securely in position while the filter pack material is being placed. Centralizer material shall be compatible with well screen. Centralizers shall not be ferrous metal and shall not be spaced more than 40 feet apart.

3.2.2 Joints

Sections of relief well pipe shall be joined together as specified in paragraph COUPLINGS. Joints shall be designed and constructed to have the strength of the pipe and where possible a strength capable to support the weight of the relief well stem as it is lowered into the hole. When not practicable to construct joints that will support the weight of the relief well stem, the stem shall be supported at the lower end by any approved means that will assure that the joints do not open while being lowered into place in the well.

3.2.3 Installation

The assembled riser pipe and screen shall be placed in the bore hole in such manner as to avoid jarring impacts and to ensure that the assembly is centered and not damaged or disconnected. The screen shall be suspended in the hole and not resting on the bottom of the hole. After the screen and riser pipe have been placed, a filter pack shall be constructed around the screen section as specified in paragraph FILTER PACK PLACEMENT and the well developed as specified in paragraph DEVELOPMENT. The top of the riser pipe shall be held at the designated elevation during placement of the filter pack.

3.2.4 Check for Plumbness and Alignment

The well shall be constructed and all casing set round, plumb, and true.

The Contractor shall be required to perform the following alignment test after the installation of the well but prior to backfilling, and before its acceptance. Additional tests may be made during the performance of the work at the option of the Contractor. Should the Contractor fail to correct, at no additional cost to the Government, any faulty alignment disclosed as a result of the alignment test, the Contracting Officer may refuse to accept the well. In no event will the provisions with respect to alignment be waived. No specific test is required to demonstrate plumbness

SECTION 33 26 00.00 09 Page 9 of the well casing. The Contractor is expected to exercise all possible care in constructing the well with regards to plumbness. The Contractor shall be required to correct any defect in plumbness that materially affects the utility of the completed well at no additional cost to the Government.

3.2.4.1 Alignment

Alignment shall be tested by lowering into the well a section of cylinder 10 feet long or a dummy of the same length. The outside diameter of cylinder shall be not more than 1/2 inch smaller than the inside diameter of the well screen. Should the cylinder fail to move freely throughout the length of the well, the alignment of the well shall be corrected by the Contractor at no additional expense to the Government.

3.3 FILTER PACK PLACEMENT

After the well screen and riser pipe have been installed, the filter pack material shall be poured around the well screen at a controlled rate that will prevent bridging of the material. The material shall be placed around all sides of the screen to assure that the screen is not pushed against the side of the bore hole causing the screen to come in contact with foundation material or prevent the proper thickness of filter from being placed uniformly around the screen. The filter pack shall have a minimum thickness of 6 inches between the outside of the well screen and the natural formation. The filter pack shall be placed at a constant rate from the start of placement until it has reached an elevation of 5 to 8 feet above the top of the well screen.

3.4 DEVELOPMENT

3.4.1 General

Following placement of filter pack materials, the Contractor shall develop the relief well by jetting, surging, intermittent pumping, or other approved methods as may be necessary to give the maximum yield of water per foot of drawdown. At the time of development of any relief well, the well shall be free of drawdown or surcharge effects due to pump testing, developing or drilling at another location. The Contractor shall be responsible for maintaining at the relief well the needed access and work area and clearance in the relief well necessary to accomplish development.

The Contractor shall furnish, install, or construct the necessary discharge line and troughs to conduct and dispose of the discharge a sufficient distance from the work areas to prevent damage. Development shall be conducted so as to achieve a stable well of maximum efficiency and shall be continued until a satisfactory sand test is obtained. The Contracting Officer will require a change in method, at no additional cost to the Government, if the method selected by the Contractor does not accomplish the desired results. As development proceeds, filter pack material shall be added to the annular space around the screen to maintain the top elevation of the filter pack to the specified elevation. The Contractor shall provide an open tube or other approved means for accurately determining the water level in the well under all conditions. If, at any time during the development process it becomes apparent in the opinion of the Contracting Officer that the well may be damaged, development operations shall be immediately terminated. The Contracting Officer may order wells which continue to produce more than one pint of fines in 25,000 gallons of water after development for 6 hours to be abandoned, plugged, and backfilled, and require the Contractor to construct new wells nearby, SECTION 33 26 00.00 09 Page 10 all at no additional cost to the Government. All materials pulled into the well by the development process shall be removed prior to performing the pumping test.

3.4.1.1 Jetting

Jetting shall be performed using either a single or double ring jet. If a double ring jet is used the rings shall be 2 feet apart. The jetting tool shall be constructed of high-strength material and conservatively designed and proportioned so that it will withstand high pressures. The jetting tool shall have four 1/4 inch diameter holes spaced 90 degrees apart and which shall exert the jetting force horizontally through the screen slots.

The rings shall be constructed such that the tips of the jets shall be within 1/2 inch from the inner surface of the well screen. The pump used in conjunction with the jetting tool shall be capable of providing pressures up to 250 psi. Prior to commencing jetting, and following each jetting cycle, all sand and/or other materials shall be removed from inside the screen. The jetting process shall start at the bottom of the screen and consist of rotating the jetting tool 1 cycle per 30 seconds while rotating the pipe 90 degrees for two minutes at each location then raising the pipe 6 inches. All wells shall be pumped during the jetting cycle to remove incoming sand and other material. Such pumping shall be at a rate not less than 115 percent of the rate at which fluid is introduced through the jetting tool. This will allow a flow of material into the well as it is being developed. Water used for development shall be free of sand. The contracting officer may require other means of developing the well such as intermittent pumping method, variation of the intermittent pumping method, or surge block if it appears that the development of the well is not producing the desired results.

3.4.1.2 Surging

If surging is selected as a means of developing the well, a circular block which is approximately 1-inch smaller in diameter than the inside diameter of the relief well shall be used. The block shall be constructed of a material which will not damage the screen if the block comes in contact with the screen and a bailer or pump to remove materials drawn into the well from the filter pack. The surging shall be continued for a period of approximately one hour or until little or no additional material from the foundation or filter pack can be pulled through the screen. Surging shall begin above the screen and move progressively downward to prevent the surge block from becoming sand locked. The surge block shall be moved by a steady motion up and down the full length of the well screen at a rate not to exceed 3 feet per second. Prior to commencing surging, and periodically during development by this method, all sand and/or other materials shall be removed from inside the screen. All materials pulled into the well by the surging process shall be removed by the Contractor.

3.5 BACKFILLING

After the well has been developed, additional filter pack shall be added if necessary for it to meet the requirements of paragraph FILTER PACK PLACEMENT. The cement grout backfill shall be placed to the top of the filter pack, but in no case shall the thickness of the cement grout be less than 10 feet. The temporary casing, if used, shall be withdrawn in increments as the backfill is placed.

SECTION 33 26 00.00 09 Page 11

3.6 PLUGGING OF ABANDONED WELLS

The Contractor has the option of attempting to remove the well screen. If the well screen can be removed, the Contractor shall grout the bore hole starting from the bottom of the hole to within 3 feet of ground surface.

The cement grout mixture proportion to be used shall be submitted for approval. The grouting shall start at the elevation of the bottom of the tailpipe of the well. If the well screen could not be removed or broke off during the removal attempt, the Contractor shall still be responsible for grouting the well from the bottom of the tailpipe to within 3 feet of ground surface. Either of the above abandonment procedures may require the Contractor to redrill the hole so that the bore hole can be grouted. If the Contractor elects to leave the well screen in place, the well shall be grouted from the bottom of the tailpipe to within 3 feet of ground surface.

After the grout has sufficiently hardened, the riser pipe shall be cutoff 3 feet below ground. The hole shall then be backfilled.

3.7 TESTS

3.7.1 Pump Test

Upon completion but before acceptance, each well shall be subjected to a pump test of which a sand test will form a part. The Contractor shall provide a pump, capable of producing the specified drawdowns over periods of time sufficient to satisfactorily perform the pump test specified herein. The type pump selected shall be approved by the Contracting Officer. If a deep well submersible pump is selected, the pump intake shall not be set below the top of the screen. T heThe amount of sand shall be measured after each test. The pump shall be complete and equipped with a gasoline, diesel, or electric motor of adequate size. In case an electric motor is used, the Contractor shall provide, without additional cost to the Government, the electric power and the necessary wiring. The Contractor shall provide an open tube or other approved means for accurately determining the water level in the well. The Contractor shall furnish and install a digital flow meter of approved design or other approved equipment for the purpose of measuring the discharge from the well during the pumping test. The Contractor shall furnish, install, or construct the necessary pipe discharge line, troughs, or ditches necessary to dispose of the pumping test discharge a sufficient distance from the work area to prevent damage. The tests shall be conducted under the direction of the Contracting Officer. Tests shall be conducted between Mississippi River gage readings of 25.0 and 35.0 on the Vicksburg, Mississippi gage. Pump tests shall be conducted at water levels in the well that are high enough to prevent drawdown into the screen. An approximate range for testing will be between Mississippi River gage readings of 25.0 and 35.0 on the Vicksburg, Mississippi gage but may vary due to uncertainties in how water levels in the relief wills correlates with river gage readings. Test data shall be recorded by the Contractor and witnessed by the Contracting Officer's Representative. The Contractor shall test each well by pumping continuously for a minimum of 1 hour.

Prior to starting the pump test all material shall be removed from the bottom of the well. The well shall be sounded prior to pump testing. The pumping shall be at a sufficient rate to ensure adequate drawdown and maintain 100 percent screen saturation. If the test is interrupted, other than by order of the Contracting Officer, prior to the completion of the specified period of continuous operation, the test shall be re-run. In addition to the required pumping test, the Contracting Officer may direct the Contractor to perform additional pump tests. Such additional testing shall conform in general to the requirements specified herein except that

SECTION 33 26 00.00 09 Page 12 the duration of the tests and the approximate draw-down will be determined by the Contracting Officer. In the event that sand or other material collects in the well as a result of the pump test, all such material shall be removed by the Contractor. Upon completion of the pump test, the Contractor shall remove all equipment, discharge lines, electrical lines, lumber, and debris, and shall backfill any excavated areas with impervious material.

3.7.2 Sand Test

As part of each Pump Test or at the end of each intermittent pumping, a determination of the amount of sand (filter pack and/or foundation material) a well is producing shall be performed. The Rossum sand tester or other approved method shall be used for determining the amount of sand produced by the well during the test. Prior to starting the sand test all material shall be removed from the bottom of the well. The Contractor shall test each well by pumping at a rate so as not to extend drawdown into the well screen. Development of the well is satisfactory if the amount of sand collected is less than 1 pint per 25,000 gallons of water pumped at the specified rate. Upon completion of the test the amount of sand in the well shall be determined to verify that no material is being deposited in the bottom of the well. If material is deposited in the bottom of the well during the pump test, the well shall be abandoned and plugged, and replaced by the Contractor at no additional cost to the Government.

3.7.3 Filter Pack Sampling and Testing

The Contractor shall verify that all materials conform to the specifications before delivery to the project. The particle size distribution of the filter pack shall be sampled and tested by the Contractor in accordance with ASTM C136 and ASTM D 75/D 75M. Prior to delivery to the project site, at least two samples of material shall be collected and tested for every 750 tons (2000 lb) produced under this contract. Within 48 hours before being placed in the relief well to be back-filled, the filter pack shall be sampled from the material stockpiled at the project site. There shall be at least one particle size distribution test on the filter pack for every 25 tons (2000 lb) delivered to the site. A filter pack gradation test shall be performed in accordance with technical provisions herein specified by an independent, commercial, Government validated laboratory.

3.7.4 Reports

Reports shall include, for each relief well, logs of the boring, elevations of the well screen, top of riser pipe, bottom of the tailpipe, filter pack gradation, quantity of filter pack added during development, pump test, sand test, and report of backfilling. Report forms will be provide by the Government at the Preconstruction Conference. The elevation of changes between materials on these logs shall be to the nearest 0.1 foot The log of backfill material shall include the filter pack particle size distribution test data, and notes concerning installation and development of the relief well. The pump test log shall include the duration of the test and rate of flow in gpm, and the draw-down response data with time in the pumped well, in adjacent wells, and in nearby piezometers. The relief well log and the pump test log shall be submitted to the Contracting Officer as part of the daily quality control report specified in Section 01 45 04.00 09 CONTRACTOR QUALITY CONTROL. The Contractor shall also submit a report of the well installation to the appropriate public agency and in the form required by state statutory and/or regulatory requirements specified in paragraph

SECTION 33 26 00.00 09 Page 13

REGULATORY REQUIREMENTS. One copy of all State required submittals shall be provided to the Contracting Officer.

3.8 SILT SCREEN WELL PROTECTION

Silt screen shall be installed at the locations and in accordance with the details shown on the drawings so as to protect the relief wells from silting resulting from construction operations. Installation, maintenance and removal shall be in accordance with Section 01 57 23.01 09 STORM WATER

POLLUTION PREVENTION PLAN.

3.9 GUARD POSTS

At each well, four guard posts shall be installed at the locations and in accordance with the details shown on the drawings to protect the well guards from damage. Guard posts shall consist of 4-inch schedule 40 steel pipe, which shall be painted with a primer and top coat of bright yellow paint.

3.10 CONCRETE PROTECTIVE PAD

At each well, a concrete protective pad consisting of a concrete slab shall be placed at the locations and in accordance with the details shown on the drawings to protect the well guards from damage. The concrete slab shall consist of a formed 7-foot square pad and shall be 6-inches in thickness with No. 10 welded wire mesh reinforcement. The pad shall be centered on the well guard. Concrete shall have a minimum compressive strength of 3,000 psi. See paragraph REGULATORY REQUIREMENTS. The surface of the concrete pad shall be level and have a broomed finish.

-- End of Section --

SECTION 33 26 00.00 09 Page 14

SECTION TABLE OF CONTENTS

DIVISION 33 - UTILITIES

SECTION 33 42 29.00 09

CORRUGATED METAL PIPE

PART 1 GENERAL

1.1 REFERENCES

1.2 REGULATORY REQUIREMENTS

1.3 GENERAL

1.4 SUBMITTALS

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Corrugated Metal Pipe

2.1.1.1 Pipe 24 Inches In Diameter Or Larger

2.1.1.2 Pipe Gage

2.1.1.3 Handling Pipe

2.1.2 Accessories

2.1.3 Connecting Bands

2.1.3.1 General

2.1.3.2 Tank Rods

2.1.3.3 Bands

2.1.4 Test Reports and Bills of Lading

PART 3 EXECUTION

3.1 INSTALLATION

3.1.1 Pipe

3.1.2 Connecting Bands

3.1.3 Touch-up

3.2 PIPE TRENCH EXCAVATION

3.2.1 General

3.2.2 Disposition of Materials

3.3 PLACING OF PIPES

3.4 BACKFILL FOR PIPES

3.4.1 Materials

3.4.2 Backfill

3.4.3 Compaction

3.4.4 Unsuitable Materials

3.4.5 Frozen Materials

3.5 CONTROL OF WATER

3.6 FIELD TESTING CONTROL

-- End of Section Table of Contents --

SECTION 33 42 29.00 09 Page 1

SECTION 33 42 29.00 09

CORRUGATED METAL PIPE

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only.

AMERICAN WELDING SOCIETY (AWS)

AWS D1.1/D1.1M (2012; Errata 2011) Structural Welding Code - Steel

ASTM INTERNATIONAL (ASTM)

ASTM A123/A123M (2012) Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

ASTM A762/A762M (2008) Standard Specification for Corrugated Steel Pipe, Polymer Precoated for Sewers and Drains

ASTM A780/A780M (2009) Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings

ASTM D1056 (2007) Standard Specification for Flexible Cellular Materials - Sponge or Expanded Rubber

ASTM D2216 (2010) Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass

ASTM D2487 (2011) Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D6938 (2010) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

ASTM D698 (2012) Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/cu. ft. (600 kN-m/cu. m.))

1.2 REGULATORY REQUIREMENTS

The regulation requirements listed below form a part of this specification to the extent referenced. The regulatory requirements are referred to in the text by basic designation only.

SECTION 33 42 29.00 09 Page 2

LOUISIANA DEPARTMENT OF TRANSPORTATION AND DEVELOPMENT (LA DOTD)

LA DOTD (2006) Standard Specifications for Roads and Bridges

Measurement and payment provisions within the above referenced standard specifications will not apply. Measurement and payment shall be in accordance with Section 01 22 00.00 09 MEASUREMENT AND PAYMENT.

1.3 GENERAL

The Contractor shall verify all measurements and shall take all field measurements necessary before fabrication. Welding to or on corrugated metal pipe shall be in accordance with the applicable provisions of AWS D1.1/D1.1M, except that the limitations therein on types of base metal shall not apply where other types are specified or shown.

1.4 SUBMITTALS

Government approval is required for all submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. The following shall be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-07 Certificates

Corrugated Steel Pipe

Submit Certificates of compliance attesting that the corrugated steel pipe meets specification requirements shall be submitted.

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Corrugated Metal Pipe

The pipe shall be corrugated steel pipe in accordance with ASTM A762/A762M, fully polymer precoated, Grade 10/3 (Type B) coating on both sides, Type I, full circular cross-section, with helical corrugations and folded lock seams. The lock seams shall be welded at each end of the pipe section.

Corrugations shall be 2-2/3 by 1/2-inch (nominal size).

2.1.1.1 Pipe 24 Inches In Diameter Or Larger

Pipe 24 inches in diameter or larger shall have the ends equipped with a minimum of four (4) rerolled annular corrugations. The rerolled corrugations may be independent of the corrugation of the pipe body.

2.1.1.2 Pipe Gage

The gage of the pipe shall be 14 Gage.

The Contractor may elect to furnish pipe section lengths in combinations that will reduce the number of connecting bands. Pipe section lengths shall be approved. The minimum length of any pipe section shall be 16 feet.

SECTION 33 42 29.00 09 Page 3

2.1.1.3 Handling Pipe

Handling pipe upon delivery shall conform to paragraph INSTALLATION, subparagraph PIPE.

2.1.2 Accessories

Bolts, nuts, washers, structural steel shapes and accessories shall be galvanized in accordance with ASTM A123/A123M.

2.1.3 Connecting Bands

2.1.3.1 General

The connecting bands shall have a minimum of nine (9) corrugations (2-2/3 by 1/2-inch corrugations) and a minimum circumferential lap of 6 inches.

The band shall be rolled so that when it is placed on the pipe sections, the ends of the pipe will fit flush. The binders for the connecting band shall consist of a minimum of six (6) rods and tank lugs. A closed cell expanded rubber gasket shall be used with this type connecting band. The closed cell gasket shall be 12 inches wide, 3/8-inch thick, unstretched diameter 10 percent less than the normal pipe size and shall comply with ASTM D1056, Grade SCE-43. The gasket shall be centered over the pipe joint under the connecting band.

2.1.3.2 Tank Rods

The tank rods shall be 7/16-inch in diameter and shall be equipped with 1/2-inch diameter rolled threads. The nuts used on the rods shall be 1/2-inch x 1-3/4 inch steel hexagon head coupling nuts galvanized and retapped 0.020-inch (1/32-inch maximum) oversized to remove excess galvanizing from threads. Tank rods, nuts and washers shall be galvanized in accordance with ASTM A123/A123M.

2.1.3.3 Bands

The bands shall have the same coating, depth of corrugation and gage as specified for the pipe.

2.1.4 Test Reports and Bills of Lading

Metallurgical test reports showing respective heat numbers and bills of lading shall be furnished for all pipe delivered to the job.

PART 3 EXECUTION

3.1 INSTALLATION

3.1.1 Pipe

When delivered to the jobsite, the pipe shall be unloaded from the truck in a manner that will ensure no damage to the coatings or bending of the pipe.

The pipe shall be unloaded by use of hoist, skids and snubbing ropes or other methods approved. Under no circumstances shall the pipe be allowed to drop from the truck or roll freely. Lifting of the pipe shall be done by use of slings or lifting lugs attached to the pipe. The use of hooks attached to the ends of the pipe will not be allowed.

SECTION 33 42 29.00 09 Page 4

3.1.2 Connecting Bands

The closed cell gasket shall be centered over the pipe joint under the connecting band.

3.1.3 Touch-up

All exposed metal shall be repaired in accordance with ASTM A780/A780M and repaired with a polymer touch-up coating similar and compatible with respect to durability, adhesion, thickness and appearance of the original polymer coating, and as recommended by the pipe manufacturer.

3.2 PIPE TRENCH EXCAVATION

3.2.1 General

The pipe trench excavation shall consist of removal of material in preparing the foundation to the lines and grades shown and specified. The surfaces upon which pipe is to be placed shall be accurately finished to the lines and grades required. All foundations shall be on solid, undisturbed or properly compacted material. When disturbed by the Contractor's operations, and elsewhere as required, the excavated surfaces shall be moistened with water if necessary and tamped or rolled with suitable tools or equipment for the purpose of thoroughly compacting them and forming firm foundations upon or against which to place the pipes.

Overexcavation will not be permitted except to remove unsuitable material as directed. If at any point in the excavation for pipes, material is excavated beyond the excavation lines shown, such unauthorized overexcavation shall be backfilled and compacted as specified in Paragraph BACKFILL FOR PIPES, at no additional cost to the Government. If at any point in excavation the foundation material is found to be unsuitable, it shall be removed as directed and replaced with selected materials and compacted as specified above and an equitable adjustment in contract price and time will be made in accordance with Contract Clause CHANGES. All excavation and foundation preparation shall be performed in areas free of water. Excavation for pipes shall fit the outside periphery of the bottom quadrant of the pipe. If required, cross-trenches shall be excavated to receive the hubs of pipe, and to prevent non-uniform load at joints.

3.2.2 Disposition of Materials

Excess excavated materials and existing asphalt pavement shall be removed from the site of work in accordance with Section 31 11 00.00 09 CLEARING AND GRUBBING, paragraph Removal from Site of Work.

3.3 PLACING OF PIPES

The connecting bands shall lap at equal portion on each pipe section jointed and shall be drawn tight to ensure that the corrugations fit snugly and provide a satisfactory joint. The pipe shall be placed with the pipe invert coinciding with the specified grade lines. Pipe shall be handled with care so that the coating will not be damaged. Proper facilities shall be provided for lowering the pipe into the trench. Damaged areas on connecting bands, pipes, and angles shall be repaired as specified in paragraph TOUCH-UP prior to placing backfill except that exposed metal in joints shall be coated prior to making joints.

SECTION 33 42 29.00 09 Page 5

3.4 BACKFILL FOR PIPES

3.4.1 Materials

Contractor furnished borrow areas will not be permitted. The pipe backfill shall be constructed of earth that is free from unsuitable and frozen materials as defined in paragraphs UNSUITABLE MATERIALS and FROZEN MATERIALS. Except as noted below,materials classified in accordance with ASTM D2487 as gravels (GW,GP,GM) and sands (SW,SP,SM) shall not be used for any embankment construction unless suitably blended with less pervious material to the extent that it no longer classifies as these materials.

Pipe backfill for culvert "C" shall meet the requirements as specified in LA DOTD, Section 701.08 "Backfilling", paragraph (a) "General" for a type "A" backfill.

3.4.2 Backfill

Fill around the corrugated metal pipe shall be hand compacted to a level at least 1 foot above the pipe. The fill material to be hand compacted shall be placed inlayers not exceeding 4 inches in thickness and shall be compacted by application of a motor driven hand tamper or other approved hand compaction equipment over the fill in such a manner that every point of the surface of each layer of fill will be compacted by the hand tamper.

The pipe conduit shall be held securely in place at all times while tamping is being performed to ensure proper bond between the pipe and the ground.

No fill shall be placed against slopes steeper than one horizontal to one vertical unless approved.

3.4.3 Compaction

Pipe backfill placed shall be compacted at optimum moisture (plus or minus 3 percent) to within 95 percent of maximum density. Optimum moisture and maximum density shall be determined by the Contractor in accordance with ASTM D698 from representative samples of each type of material to be placed. Test results shall be furnished to the Contracting Officer before placing pipe backfill.

3.4.4 Unsuitable Materials

Materials which are classified as unsuitable for semicompacted embankment and berm embankment are defined as masses of organic matter, grass, weeds, sticks, branches, roots, and other debris. As earth from the designated borrow areas may contain excessive amounts of wood, isolated pieces of wood will not be considered objectionable in the embankment provided their length does not exceed 1 foot, their cross-sectional area is less than 4 square inches, and they are distributed throughout the fill. If, in the opinion of the Contracting Officer, wood smaller than the objectionable size is excessive, wood volume testing may be performed by the Government to determine specification compliance. All visible objectionable size wood shall be removed from the fill prior to compaction.